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I wood Beam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: CJ-1@ 24" OC <br />CODE REFERENCES <br />Calculations per NDS 2018 , IBC 2021 , ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combjnation . ASCE 7-16 <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch <br />No .2 <br />Project Title : <br />Engineer : <br />Project ID: <br />Project Descr: <br />VP HOME <br />Fb + <br />Fb- <br />Fe-Prll <br />Fe-Perp <br />Fv <br />Ft <br />900 .0 psi <br />900 .0 psi <br />1,350 .0 ps i <br />625.0ps i <br />180.0ps i <br />575 .0psi <br />Project File : SA Deming.ec6 <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600 .0ksi <br />Eminbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />2-2x8 <br />Span= 20 .0 rt <br />Applied Loads Service loads entered . Load Facto rs will be appl ied for calcu lations . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.010 , Lr = 0 .010 ksf, Tributary Width= 2 .0 ft , (Ceiling Loads) <br />Q_~$IG!Y.$V.MM.~B.Y. ................................................ ································--···--····-···························-···-·-·-----------_________ _ ____ _ I Maximum Bending Stress Ratio = <br />· Section used for this span <br />fb : Actual = <br />F'b = <br />0.658 1 <br />2-2x8 <br />1 ,020 .82psi <br />1 ,552 .50psi <br />Maximum Shear Stress Ratio <br />Section used for this span <br />tv : Actual <br />F'v <br />= <br />= <br />= <br />Design OK <br />0 .129 : 1 <br />2-2x8 <br />29 .04 psi <br />225 .00 psi <br />l <br />Load Combination <br />Location of maximum on span <br />Span #where maximum occurs <br />= <br />Load Combination +D+Lr 1 <br />Location of maximum on span = 0.000 ft 1 <br />+D+Lr <br />10.000ft <br />= Span# 1 Span # where maximum occurs = Span # 1 I <br />Maximum Deflection ,~ <br />Max Downward Transient Deflection 0.475 in Ratio= 505 >=360 Span : 1 : Lr Only I <br />Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a <br />1 Max Downward Total Deflection 1 .062 in Ratio = 225 >=175 Span : 1 : +D+Lr <br />[_ ___ ~~~~~-~~~-~~~:' Deflectio~-------------------~~--~~~-=--------~-~-~~-~~----...................................... ·--·---·----------·-·-------___ j <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ratios Moment Values Sfiear Values <br />Segment Length Span# M V CD CM Ct CLx Cfu M fb F'b v tv F'v <br />DOnly 0.0 0.00 0.0 0.0 <br />Length = 20 .0 ft 0.505 0 .099 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.24 564 .2 1,117.8 0.23 16.0 162.0 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 20 .0 ft 0.658 0.129 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 2.24 1,020 .8 1,552 .5 0.42 29 .0 225 .0 <br />+D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 20 .0 ft 1 0.584 0.115 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.99 906 .7 1,552 .5 0.37 25 .8 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 20 .0 ft 0.170 0.033 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.74 338 .5 1,987 .2 0.14 9.6 288.0 <br />746 S Deming St, Unit# 2 <br />& 31/23/2025